Input-Output Vs Output-Only Modal Identification of Baixo Sabor Concrete Arch Dam
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9th European Workshop on Structural Health Monitoring July 10-13, 2018, Manchester, United Kingdom Input-output vs output-only modal identification of Baixo Sabor concrete arch dam Jorge Gomes1, Sérgio Pereira2, Filipe Magalhães2, J. V. Lemos1 and Álvaro Cunha2 1 National Laboratory for Civil Engineering (LNEC), Av. do Brasil 101, 1700-066 Lisboa, Portugal 2 Construct-ViBest, Faculty of Engineering (FEUP), University of Porto, Rua Dr. Roberto Frias. 4200-465, Portugal http://www.ndt.net/?id=23323 Abstract The Baixo Sabor dam, whose construction ended in 2014, is a double curvature concrete arch dam 123 m high, built and owned by EDP Produção (a company of EDP-Energias de Portugal Group) in Sabor river, one of the right side tributaries of the river Douro in the North of Portugal. This structure creates a large reservoir whose first filling took place between 2015 and 2016. More info about this article: The estimate of the modal properties of this structure has been developed on the basis of two alternative procedures: (1) the performance of forced vibration tests based on the use of an eccentric mass vibrator and (2) the implementation of a vibration based structural health monitoring system, involving 20 uniaxial accelerometers, used to observe the dam behaviour during the first filling of the reservoir and the two first years of operation. This paper, apart from making a brief description of the dynamic tests performed, as well as, of the main characteristics of the monitoring system and results obtained during the first months of operation, presents a comparative analysis between the modal estimates achieved by the input-output and output-only modal identification techniques employed using the data associated to the performance of the forced vibration tests. 1. Introduction Experimental modal analysis has been used to identify the most relevant dynamic parameters of large civil structures with the main purpose of establishing correlations with numerical predictions or in some cases developing the updating of finite element models [1]. Such tests could characterize the baseline condition of the structural behaviour, thus allowing subsequent detection of structural changes. After the remarkable technological progress that occurred in the field of data acquisition systems during the past few decades, ambient vibration tests became gradually also more common before and after rehabilitation works. Additionally, the possibility of transmitting information through the internet made it feasible to continuously monitor the dynamic behaviour of structures. In Portugal, hydroelectricity plays a crucial role within the development of renewable energies, covering over 30% of the national installed capacity of electricity production [2]. Therefore, the safety control of concrete dams is an issue of major importance due to the large number of existing 30-70 years old dams that may be affected by significant deterioration processes induced by dams ageing. Besides a new group of dams that were Creative Commons CC-BY-NC licence https://creativecommons.org/licenses/by-nc/4.0/ built in the last 5 years should now be evaluated so that their safety may be assessed in the future. In this context, both experimental and operational modal analysis have been performed in Baixo Sabor arch dam, through the conduction of two forced vibration tests and the installation of a continuous dynamic monitoring system. The Baixo Sabor hydroelectric scheme, designed and owned by EDP, is located in Torre de Moncorvo, Bragança district, in the north of Portugal, over the lower stretch of river Sabor, a right bank tributary of river Douro [3]. The project includes an arch dam, upstream, and a gravity dam, downstream, to create the pool required for pumping. The upstream dam is located at about 12.6 km of the confluence of rivers Sabor and Douro. It includes the arch dam, the hydraulic circuits and the underground powerhouse, on the right bank (Figure 1). LEGEND: LEGEND 1 – DAM 2 – CREST SPILLWAY 3 –1 SUBMERGED– DAM SPILLWAY 4 –2 DISSIPATION– CREST SPILLWAY BASIN 5 –3 TEMPORARY– SUBMERGED DIVERSION SPILLWAY TUNNEL 6 – UPSTREAM COFFERDAM 7 –4 DOWNSTREAM– DISSIPATION COFFERDAM BASIN (DEMOLISH) 8 –5 INTAKE– TEMPORARY DIVERSION TUNNEL 9 – HIGH PRESSURE GALLERIES 106 – – POWERHOUSE UPSTREAM COFFERDAM 117 – - OUTLETDOWNSTREAM COFFERDAM (DEMOLISHED) 128 – - SUBSTATIONINTAKE 13 – POWERHOUSE ACCESS GALLERIES 9 – HIHG PRESSURE GALLERIES 10 - POWERHOUSE 11 - OUTLET 12 – SUBSTATION 13 – POWERHOUSE ACCESS GALLERIES Figure 1. General layout of the Baixo Sabor arch dam The dam is a concrete double-curvature arch dam, 123 m high, whose crest develops along 505 m, that is fully operating since early 2016. The reservoir has a capacity of 1,095 Mm3 and a surface area of 2,819 ha at normal water level (NWL=234) being the crest elevation at 236 m. Two perspectives of the structure, located in the northeast of Portugal, are presented in Figure 2. This work presents a comparison between the results obtained during the first six months of operation of the continuous dynamic monitoring system installed in Baixo Sabor arch dam [4], and the two forced vibration tests performed on the structure, first when the reservoir was empty, and then when it reached full capacity. 2 Figure 2. Baixo Sabor arch dam with full reservoir [5] and cross-section through the central cantilever 2. Forced vibration tests Two forced vibration tests were performed in Baixo Sabor arch dam to assess the dynamic characteristics of the structure. The first test was conducted in January 2015 [6], when the water level in the reservoir was 195.5m, which was considered as representing an empty reservoir, and the second test was executed in May 2016 when the reservoir was completely full, with the water level reaching 234 m. 2.1 Introduction Forced vibration tests consist of applying to a structure a force with a perfectly known sinusoidal time variation. Such action will cause a forced vibration in the structure with the same frequency of time variation of the applied force (although out of phase) and with amplitudes that, besides the intensity of the force, depend on its frequency and on the natural frequencies of the structure. Since an excitation is applied to the structure the measured values of the dynamic response are amplified (guaranteeing a greater reliability of the results) and most sources of noise are overlapped, forcing the structure to respond solely to the imposed excitation. Natural frequencies are associated with well-defined vibratory movements of structures, so a good characterization of their movement during a forced vibration test, through an adequate arrangement of the measuring devices, coupled with the use of a suitable mathematical model, may allow the identification of areas of the structure where material deterioration processes may be taking place. The test methodology developed in LNEC, which has been constantly improved by the implementation of automatic means of control and application of force, measurement of response and subsequent treatment of data, is based on a discrete frequency scan. For each frequency value imposed, the structure response is measured at representative points of its behaviour, and the maximum amplitude and phase values are subsequently determined. With these values, the frequency response functions of the structure are obtained and its natural frequencies are thus easily determined, since the amplitude of the response increases in its vicinity. A new methodology is being developed to apply force by continuous sweep (sine sweep). 3 2.2 Forced vibration tests performed at Baixo Sabor dam Two identical forced vibration tests were performed at Baixo Sabor dam. The first test (FVT 1) was performed in January 2015, when the reservoir water level was at 195.5 m, corresponding to 70% of the maximum level and the second test (FVT 2) was performed in May 2016, when the reservoir reached its full capacity (234 m). The eccentric mass vibrator presented in Figure 3 a), which has been developed at LNEC, was used to apply horizontal forces with different amplitudes and frequencies. This vibrator was designed to apply a maximum force of 160 kN in a range of frequencies between 1 and 30 Hz. Figure 3. Field equipment: a) eccentric mass vibrator, b) velocity transducer, c) accelerometer Both tests were performed by discrete scanning, in which excitation frequencies between 2.0 and 9.8 Hz were applied. The discrete frequency scanning was performed with a step of approximately 0.1 Hz. In order to ensure a better excitation of the dam, and consequently more reliable results, various mass configurations placed on the vibrator were used, concretely large masses for lower excitation frequencies, and small masses that allow higher frequencies to be applied. Figure 4 presents the position of the vibrator (yellow dot) and the accelerometers (red dots) during the performed tests. Figure 4. Vibrator and accelerometers position during forced vibration tests 4 Based on the response functions determined from the experimental results, the modal parameters of the dam were identified, namely the natural frequencies, modal configurations and modal damping ratios. The structure natural frequencies and damping values obtained for the two tests can be compared by analysing Table 1. Table 1 – Modal properties obtained with FVT 1 and FVT 2 FVT 1 FVT 2 (water level 195.5) (water level 234) Mode Frequency [Hz] Damping Ratio [%] Frequency [Hz] Damping Ratio [%] 1 2.75 1.0 2.44 1.23 2 2.95 1.0 2.57 1.02 3 3.87 1.1 3.34 1.18 4 4.46 0.6 3.93 0.40 5 5.26 0.6 4.78 1.20 6 6.22 1.4 5.37 1.15 Comparing the results from FVT 1 and FVT 2, the values of natural frequencies decreased considerably for all the identified vibration modes, while the values of damping rations have both decreased and increased, depending on the mode.